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File: document.xls Tab: Home Date Printed: 04/09/2023
CRANEgirder
Sheet Crane Girder Design to BS 5950-1: 2000
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Documentation6
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CRANEgirder20041110
Revision History
Terms and Conditions of Use
User Notes
Template Features
Crane Girder Design
Data Store Sheet
Universal Beam Properties as Main Section Part
PFC/RSC/Plate Section Properties as Top Section Part
Combined Section Properties
Notations
File: document.xls Tab: CraneGirder Page 2/20 Date Printed: 04/09/2023
Company: Rail Link Engineering Address: 2 Ossulston Street CRANEgirder20041110
London NW1 1HT Unregistered CopyTel : 020 7681 5000 Fax Made by Date Page No
Project: Temple Mills SURK 10 November 2004 Client: URN Checked Job No Revision Element: Bogie Drop Crane
Crane Girder Design to BS5950-1:2000 Data Store No 1012 Main Section No 23 Top Section No 3 Forming a CompoundTitle: Bogie Drop 10 tonnes Bridge=22 m, Crane Girder=9m ; Sketch 2 610x229x113 UB 300x100x46 PFC Crane Girder Section
Ó 2004 Techno Consultants
Crane Bridge Details Summary of Crane Girder Mass kg/m 113 Mass kg/m 45.527 M kg/m 158.527Crane Class: Q3 Impact factor: 1.3 Adequacy Checks Ab cm2 144 Ac cm2 58 A cm2 202.000
Wcap Crane Capacity, kN 100 #VALUE! Db mm 607.6 Dc mm 300 D mm 616.600Wc Weight of crane bridge & end carriages, kN 117.5 #VALUE! Bb mm 228.2 Bc, DL mm 100 B mm 300.000Wcb Weight of crab, kN 6.3 Tfb mm 17.3 Tfc mm 16.5 Ytop mm #VALUE!Lc Span between crane rails, m 22 Twb mm 11.1 Twc cm 9 Ybot mm #VALUE!ah Minimum hook approach, m 0.864 Ixb cm4 87318 Ixc cm4 8229.000 Ix cm4 #VALUE!s Wheel centres in end carriage , m 3.048 Iyb cm4 3434 Iyc cm4 568.000 Iy cm4 11663
No of Wheel Flanges (1=single, 2=double) 2 Jb cm4 111 Jc cm3 36.800 Iyfc cm4 8229HR Height of Rail, mm 89 r mm 12.7 Cy cm 3.05 Iyft cm4 1713Crane Girder Details Steel Grade: S355 d mm 547.6 ry cm 7.599
Ignore UB Top Flange in Horizontal Bending & Deflection: Yes Calculated Self Weight of Crane Girder Zx top cm3 #VALUE!L Span of Crane girder, m 9 Wg 13.992 kN Zx bot cm3 #VALUE!Wg Self weight of Crane girder, kN 16 Zyfc cm3 549Crane Girder Support Details for Web Bearing and Buckling Sx cm3 #VALUE!b1 Stiff Bearing Length, mm 150 J cm4 147.800be Beam end to stiff bearing edge, mm 150 hs cm 59.480Le/d ratio Flange Restraints for Position & Direction 1 x const 39.357Design strength, py #VALUE! for plate thickness of 17.3 mm DL mm 100.000Section Classification #VALUE! #VALUE! #VALUE! sai #VALUE!Properties of Compound Crane Girder Section N ratio 0.828Equivalent Area Axis & Plastic Modulus of the Combined Section Distance to top edge, Ye = #VALUE! Distance to bot edge, Yea = #VALUE!
Strip Width Height y= 0 Area Dist comp Dist ten Area comp Area ten yc top yt top Sx cm3A1 300 9 y= 9 2700 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!A2 261.2 17.3 y= 26.3 4518.76 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!A3 44.1 73.7 y= 100 3250.17 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!A4 11.1 499.3 y= 599.3 5542.23 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!A5 228.2 17.3 y= 616.6 3947.86 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
Total height, D = 616.6 Total Area = 19959.02 #VALUE! #VALUE! #VALUE! Sx= #VALUE!
Unfactored Wheel Loads Maximum on girder-1 Minimum on girder-2Wus, Static unfactored vertical 80.438 kN 31.462 kNWw, Dynamic-unfactored vertical 104.569 kN 40.901 kNFR, Crabbing force transverse to rail #VALUE! #VALUE!Horizontal surge load per wheel transmitted by friction:WH1 per wheel Transverse to rail =0.1(Wcb+Wcap)/4 2.658 kNWH2 per wheel Longitudinal along rail =0.05 Wus 4.022 kNMaximum Shear Unfactored dead load reaction, Ra= 8.000 kN
Unfactored crane load reaction with impact, Ra= 173.724 kNFactored maximum shear Fv, Ra = 1.4 Dead +1.6 Crane Ra= 289.158 kN
Maximum Vertical MomentsDistances a = 2.214 m s = 3.048 m c = 3.738 mDue to dead load Ra= 8.000 kN Rb= 8.000 kN M = 17.484 kNmDue to crane load Ra= 122.276 kN Rb= 86.862 kN M = 324.690 kNm
M = 543.981 kNmM = 479.043 kNm
Maximum Horizontal Moments:Due to Crane Surge
Ra= 3.108 kN Rb= 2.207 kN M = 8.252 kNmM = 11.552 kNm
Due to Crane Crabbing#VALUE!
My (Maximum of Crane Surge & Crabbing Moments) #VALUE!1- Vertical Deflection Check: Self Wt Deflection= #VALUE!
Distances a = 2.976 m s = 3.048 m c = 2.976 mActual =Wus L^3 [3(a+c)/L - 4(a^3 + c^3)/L^3] / [48E Ix] #VALUE!Permitted: Span / 600 15.00 mm#VALUE! #VALUE!2- Horizontal Deflection Check:Surge=WH1 L^3 [3(a+c)/L - 4(a^3 + c^3)/L^3] / [48E Iyfc] #VALUE!Crabbing = FR L^3 / (48 E Iyfc) #VALUE!Max deflection (surge,crabbing) #VALUE!Permitted: Span / 500 18.00 mm#VALUE! #VALUE!3- Check in ShearPv = 0.6 py Av = 0.6 py Twb Db #VALUE!#VALUE! #VALUE!#VALUE!Ratio Bw #VALUE! as per Cl 4.3.6.9Lamda 118.444 f(L, ry)v #VALUE! f(N, Sai, x, Lamda) Cl 4.3.6.7 a (Table 19)
u #VALUE! f(A, hs, Sx, Ix, Iyfc) Annex B.2.4.1 and B.2.3
LamdaLT #VALUE! f (Bw,Lamda, v, u) Cl 4.3.6.7pb #VALUE! f(LamdaLT, py)Moment Capacities #VALUE!
#VALUE! #VALUE! kNmMcy = py Zyfc #VALUE! kNmBending Checks:1.4 Dead Load + 1.6 Vertical Crane Load
Mx1 / Mb + My / Mcy#VALUE! 0.000 #VALUE!
#VALUE! #VALUE!1.4( Dead Load + Vertical Crane Load + Horizontal Crabbing)
Mx2 / Mb + My / Mcy#VALUE! #VALUE! #VALUE!
#VALUE! #VALUE!5- Unstiffened Web Bearing Capacity Pbw to Clause 4.5.2.1:
k=T+r 30 mm n=(2+0.6 be/k) <=5 5.0000Effective Bearing Length, b1+nk 300 mm
Pbw=(b1+nk) t pyw #VALUE!#VALUE! #VALUE!6- Unstiffened Web Buckling Capacity Px to Clause 4.5.3.1:
Proximity to beam end:Distance from Load to beam end, ae = b1/2 + be 225 mm
#VALUE!
0.79350.7
#VALUE!#VALUE! #VALUE!7- Compression Under WheelsXR=2(HR+Tfb+Twc) 230.6 mmFactored design wheel load =1.6 Ww 167.310 kNfw = 1.6 Ww/ (XR Twb) 65.4 N/mm2#VALUE! #VALUE!8- Welding of UB Flange to Top Section - Design Shear per Weld Unfactored Reactons on to the Support StructureLength of weld resisting surge/crabbing XR=2(HR+Twc) 196 mm Dead Load Reactions Ra1 Vertical and Ra2 Vertical: 16.000 kN at mid supports 8.000 kN at end supports
#VALUE! #VALUE! Crane Reactions with Crabbing: Crane Reactions with Lateral Surge:Longitudinal due to surge = 1.6 WH2/XR 0.016 kN/mm On Girder-1 with Max Reactions On Girder-2 with Min Reactions On Girder-1 with Max Reactions On Girder-2 with Min ReactionsLongitudinal due to vertical reaction=Rb Ac(Ytop -Cy)/(2Ix) #VALUE! Ra1 Longitudinal 8.044 kN Ra2 Longitudinal 3.146 kN Ra1 Longitudinal 8.044 kN Ra2 Longitudinal 3.146 kNResultant due to: longitudinal surge + vertical reaction #VALUE! Ra1 Transverse #VALUE! Ra2 Transverse #VALUE! Ra1 Transverse 4.415 kN Ra2 Transverse 4.415 kN
#VALUE! #VALUE! Ra1 Vertical 173.724 kN Ra2 Vertical 67.950 kN Ra1 Vertical 173.724 kN Ra2 Vertical 67.950 kN
Moment Mx1 = 1.4 Dead Load + 1.6 Crane load with impactMoment Mx2 = 1.4 Dead Load + 1.4 Crane load with impact
Moment My= 1.4 crane load due to surge
My= 1.4 FR L/4
e = (275/py)^0.5
Reduction factor for proximity to beam end, K1K1 = (ae+0.7d)/1.4d <=1
Reduction factor for restraint, K2 = 0.7/(d/Le)
Px=K1 K2 [25e t / Sqrt{(b1+nk)d}] Pbw
Yea Yb
ot
Bb
Bc
Dc Twc
Tfc
TfbTwb
Dbhs
Equal area axis
Neutral axisD
Section Dimensions
pb
pb
Plastic Stress Distribution
Tension
Compression
Lever
arm
be
ae
b1
Tfbr
d
rTfb
HR
Crane Girder Support Data
Rail
UB
PFC / RSC/ Plate
A BL/2
FR
Crabbing Load Position Causing Maximum Horizontal Moment & Deflection
L/2
A Bs L - s
Pv Pv
Vertical Load Positions Causing Maximum Vertical Shear
Wg
cA B
a s
s/4Pv,Ph Pv, Ph
Load Positions Causing Maximum Vertical & Horizontal Moment
L
Wg
A B(L - s)/2 s
Ph,Pv Ph, Pv
Load Positions Causing Maximum Vertical & Horizontal Deflection
(L - s)/2
Wg
Ra2 Tra
Ra2 VerRa2 Long
Girder 2Ra1VerRa1Long
Ra1Tra Girder 1
Reactions on to the Support Structure With Crane Crabbing
Ra2 Tra
Ra2 VerRa2 Long
Girder 2Ra1VerRa1Long
Ra1Tra Girder 1
Reactions on to the Support Structure With Crane Surge
WH1
WH1 WH1
L
s/4
Crab
Crane Bridge
End Carriage
ah
Crane layout & transverse surge force for maximum horizontal moment
WH1
L/2 L/2
s
WH2 WH2
WH2 WH2
Crane Girder-2
Crane Girder-1
L
s
Crab
Crane Bridge
End Carriage
Lc
ah
Crane Girder-2
Crane layout & crabbing forcesfor maximum horizontal moment
FR FR
L/2 L/2
Skew travel causing crabbing forces
WH2 WH2
WH2 WH2
Crane Girder-1
FR FR
Wcap
Wcb
Lc - ahah
Lc
Crane Bridge Loads & Dimensions
Wc
Crane Girder-1 Crane Girder-2
Crane Bridge
Data Store for the Crane Girder Design to BS 5950-1: 2000
Joint UB PFC Crane Girder Crane Impact Crane Bridge Details Crane Girder Details Crane Girder Support Heading DetailsNo No No Title Class Factor Wcap, kN Wc, kN Wcb, kN Lc, m ah, m s, m Flanges HrR, mm Grade Flange L, m Wg, kN b1, mm be, mm Le/d ratio Project Client Element Made by Checked Date Job No Page No Revision
1001 23 3 CTRL Shed Crane 2.5 tonnes Bridge=15 m, Crane Girder=15m Q3 1.3 25 39 3.4 15 0.666 2.2 2 40 S355 Yes 15 24 200 100 0.7 Temple MillURN Main Shed SURK 3 October 2001/45-45001002 23 3 Bogie Drop 15 tonnes Bridge=15 m, Crane Girder=7.5m Q3 1.3 150 67 0 15 0.92 4 2 50 S355 Yes 7.5 12 150 150 1 Temple MillURN Bogie DropSURK 3 October 2001/45-45001003 23 3 Bogie Drop 15 tonnes Bridge=22 m, Crane Girder=7.5m Q3 1.3 150 132 0 22 0.92 4 2 50 S355 Yes 7.5 12 150 150 1 Temple MillURN Bogie DropSURK 3 October 2001/45-45001004 22 47 SCI Example-20 Page 125 - Crane Girder using a UB+Plate Q3 1.3 100 80 20 15 1 4 2 100 S275 Yes 8 15 200 100 0.7 SCI URN Crane Gird SURK 3 October 2001/45-45001005 33 22 Example from McGinley Q2 1.25 100 90 20 20 1.1 2.5 2 100 S275 No 5.5 8 73.5 0 0.7 MacGinley URN Crane Gird SURK 3 October 2001/45-4500100610071008100910101011 23 3 Bogie Drop 10 tonnes Bridge=18 m, Crane Girder=9m; Sketch 1 Q3 1.3 100 94.3 6.3 18 0.864 3.048 2 89 S355 Yes 9 16 150 150 1 Temple MillURN Bogie DropSURK 10 November 20041012 23 3 Bogie Drop 10 tonnes Bridge=22 m, Crane Girder=9m ; Sketch 2 Q3 1.3 100 117.5 6.3 22 0.864 3.048 2 89 S355 Yes 9 16 150 150 1 Temple MillURN Bogie DropSURK 10 November 20041013 23 3 M&S Shed 2.5 tonnes Bridge=10.5 m, Crane Girder=15m ; Sketc Q3 1.3 25 20.5 3.7 10.5 0.762 1.981 2 89 S355 Yes 15 30 150 150 1 Temple MillURN M&S Shed 2SURK 10 November 200410141015101610171018101910201021102210231024102510261027102810291030103110321033103410351036103710381039104010411042104310441045104610471048104910501051105210531054105510561057105810591060106110621063106410651066106710681069107010711072107310741075
Data Store for the Crane Girder Design to BS 5950-1: 2000
Joint UB PFC Crane Girder Crane Impact Crane Bridge Details Crane Girder Details Crane Girder Support Heading DetailsNo No No Title Class Factor Wcap, kN Wc, kN Wcb, kN Lc, m ah, m s, m Flanges HrR, mm Grade Flange L, m Wg, kN b1, mm be, mm Le/d ratio Project Client Element Made by Checked Date Job No Page No Revision
1076107710781079108010811082108310841085108610871088108910901091109210931094109510961097109810991100
File: document.xls Tab: Features Page 5/20 Date Printed: 04/09/2023
Crane Girder Design to BS 5950-1: 2000
Features of CRANEgirder
CRANEgirder is an Excel Spreadsheet Template for the design of simply supported crane girders.
Features
¨ Steel Grades can be S275, S355 or S460.
¨ Impact factors can be 1.1, 1,25, 1.3, 1.4, 1.5 or 2, depending upon the crane usage & specifications.
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¨ At supports, the flange restraint ratios for position and direction can be 0.7, 0.85,1,1.2, 1.5 or 2.
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¨ The wheels in end carriages of the crane bridge can have one or two flanges to transmit lateral loads.
¨ The template includes diagrams showing dimensions and details required for the crane design.
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¨ On the spot background information display via comments, when the mouse is moved over cell results.
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CRANEgirder20041110
Its interactive features offer ease of use, fine design controls and time saving when sizing and improving details of crane girders and their supporting structure.
In general, the procedure is based on the Steelwork Design Guide to BS 5950-1:2000, Volume 2, Worked Examples, SCI Publication P326, The Steel Construction Institute, 2003
Crane Class can be Q1, Q2, Q3 or Q4. When the crane class is Q3 or Q4, the involved crabbing force is included in the design calculations.
The compound crane girder section can be comprised of up to two parts. The bottom section is always a UB. The top section can be a PFC, RSC, a rectangular plate or nothing.
Two pull down menus offer selection of the bottom part from 72 UB sections and the top part from 52 PFC/RSC/Plate sections.
A Yes/No option allows the user to include or exclude the UB top flange for resisting lateral loads and displacements. This allows the user to adopt the SCI approach2 or follow a standard past practice5.
At supports, the stiff-bearing-length and the beam-end to stiff-bearing-edge distance can be varied to optimise support extents.
To design the support structure, reaction values are shown together with diagrams for their direction and position.
Calculation results are shown on the screen and included in the printed output. Users and checkers can verify them by hand calculations.
Database facility within the CRANEgirder file keeps information for up to 100 crane girders in a project via its worksheet STORE. Using a reference number in the range 1001 to 1100, the data for each girder can be retrieved, changed and re-saved later.
The Database in worksheet STORE is visible to the user. Using spreadsheet features of Excel, new data can be generated and the existing one examined and or modified.
The template has virtually no user interface. The printed Output matches the Screen Display. Knowing Excel use and the ability to verify results as a designer is sufficient for using CRANEgirder.
Shaded cells in the spreadsheet signify User-Input and un-shaded cells the Results-output. This permits easy checking by users and checkers alike.
At all stages of use, cells at upper left of the screen display summary of 7 adequacy checks. This makes the failing checks become obvious at a glance.
To help select an economical girder section, 8 usage ratios based on actual to permitted values of deflection and strength are calculated. The maximum value representing economy of structural use is displayed in upper part of the output.
Ó 2004 Dr Shaiq Khan, Techno Consultants Ltd
File: document.xls Tab: Notes Page 6/20 Date Printed: 04/09/2023
Crane Girder Design to BS 5950-1: 2000
Contents123456789
10111213141516171819202122232425
1- Introduction
2- Using CRANEgirder
Utilising Windows interface, the use of CRANEgirder is self explanatory.
User NotesAn Excel Template for the Design of Crane Girders to BS5950-1:2000 by
Dr Shaiq U.R. KhanBEng (Civil), MEng, PhD, PE, CEng, FIStructE
November 2004
Techno Consultants Ltdwww.technouk.com
IntroductionUsing CRANEgirderCrane ClassesSingle or Double Flange Wheels in the End CarriageImpact FactorCrane Girder SectionCalculated Weight of the Crane GirderPlastic Modulus of the SectionSection Classification of the Compound Girder SectionStructural Deployment of Various Section PartsHorizontal Wheel LoadsCrabbing Force of TrolleyPartial Factors for LoadsLoad CombinationsVertical Wheel LoadsVertical and Horizontal DeflectionShear Resistance at Supports Fv < PvVertical Moment Resistance x-xHorizontal Moment Resistance y-yWeb Bearing & Buckling at SupportLocal Compression under the WheelUB-Flange to Top Section WeldReactions on to the Support StructureCautions & Limitations of UseReferences
This Template helps design simply supported crane girders comprising a UB section at its bottom and a PFC, RSC or a Plate section at its top. By omitting the top section, the girder can also be a UB section alone.
The compound section of a girder can be Class 1 Plastic, Class 2 Compact or Class 3 Semi-compact sections.
Class 4 slender sections as crane girders are outside the scope of this template. BS5950-1: 2000 appear ambiguous for calculating the necessary Zx effective values and it may not be a good idea to use such sections as crane girders.
The crane class can be Q1, Q2, Q3 or Q4 as defined in BS 2573-1:1983. The steel grades can be S275, S355 or S460.
The Template allows storing data for up to 100 Crane girders. Any girder data can be recalled, amended and re-stored later to suit design needs.
The method of design used is generally based on the Steelwork Design Guide2. However there is a difference when it comes to deploying section parts for resisting lateral loads.
Whereas the Guide ignores the top flange of UB to resist horizontal bending and deflection, this template optionally allows including it in line with a conventional design practice of the past5.
"Home" worksheet allows navigation to all worksheets through its command buttons. To design a Crane Girder, the data input and output is via "Cranegirder" worksheet.
File: document.xls Tab: Notes Page 7/20 Date Printed: 04/09/2023
3- Crane Classes
The descriptions as per BS2573-1 are:
4- Single or Double Flange Wheels in the End Carriage
Single or double flange wheels can be specified in the end-carriages via a drop down menu.
Generally, double flanged wheels are assumed in a routine design.
5- Impact Factor
6- Crane Girder Section
To select the main UB section, use its drop down menu and click any desired section.
To select a Nil section, scroll to very bottom of the drop down list and select Nil.
7- Calculated Weight of the Crane Girder
All data input is via green colour cells. The user is responsible for values in these cells to make an engineering sense. The result output is via rest of the non-green colour cells
At top of the screen, four command buttons allow storing, retrieving and navigating through the stored information. For example using the NEXT and PREVIOUS buttons, data can be viewed in girder sequence numbers.
During its use, CRANEgirder keeps an eye on 7 adequacy checks. It reports the outcome at top left corner of the screen in Cell A2.
When a girder passes all 7 checks, "All Checks OK" message is displayed. When it is not so, failing check numbers are displayed and the background colour of the cell changes to red.
To improve structural usage of the crane girder, eight usage ratios are calculated and a maximum value displayed in upper part of the worksheet. This ratio represents the actual to permitted values on deflection and strength for the chosen girder.
Q1 - Light - hoisting SWL very rarely and, normally light loads Q2 - Moderate - hoisting SWL fairly frequently and, normally moderate loads Q3 - Heavy - hoisting SWL very fairly frequently and, normally heavy loads Q4 - Very heavy - normally hoisting loads close to SWL
In the case of single flange wheels, the transverse surge is shared by two wheels in one end-carriage of the crane bridge.
In the case of double flange wheels (i.e. one flange on each side of the rails), the transverse surge is shared by four wheels in two end-carriages of the crane bridge.
For overhead travelling cranes, Cl 2.2.3 of BS 5950-1:2000 states that the impact effects and the vertical and horizontal dynamic loads should be determined in accordance with BS 2573-1.
As stated in Cl 3.1.4 of BS2573-1, the impact factor applies to the motion of the hook load in a vertical direction and covers inertia forces including shock.
In order to calculate dynamic wheel loads for Crane girder design, the hook load is multiplied by an impact factor. For example, Table 4 of BS2573-1 gives a value of 1.3 for medium and heavy workshop/warehouse duty cranes.
This Template permits using various impact factors. The values that can be selected from a drop down menu are 1.1, 1.25, 1.3, 1.4, 1.5 and 2.
The values of 1.1, 1.3, 1.4, 1.5 and 2 are from Table 4 of BS 2573-1. The value of 1.25 is for a traditional design with dynamic effects based on BS 449.
The Crane girder section can have up to two parts. The bottom section is always a UB. The top section can be a PFC, RSC, Plate or Nil.
To select the top section, again use its drop down menu and scroll down to click any desired PFC, RSC, Plate or a Nil section.
The plate section dimensions can be specified by amending h & b dimensions in worksheet PFC. The cells for these dimensions are shown in green colour.
File: document.xls Tab: Notes Page 8/20 Date Printed: 04/09/2023
A conversion factor of 1kN = 101.971621297793 kg is used.
8- Plastic Modulus of the Section
The calculation details for Sx are shown in the table.
9- Section Classification of the Compound Girder Section
Case a - Outstand element of compression flange - rolled section
In the above ratios, b=Bb/2 and T=TfbCase b - Internal element of compression flange
In the above bo= Bb or IF Dc<Bb then bo=Dc and tp=TwcCase c - Outstand element of compression flange - welded section
In the above bo=Abs(Dc-Bb)/2 and tp=TwcCase d - Web Classification
In the above d=Db-2 (Tfb+r) and t=Twb
10- Structural Deployment of Various Section Parts
This weight is obtained by multiplying span length and mass/m of the combined section i.e. = L M. It is calculated for information only as the user may need to include the weight of various attachments e.g. crane rails, packing plates, etc.
The plastic modulus Sx is found by considering 5 strips A1 to A5 to represent the combined section. The root radius areas of the sections are ignored for simplicity in calculations.
Starting from top, the width of these areas are Dc, (Bb+2Tfc), (Twb+2Tfc), Twb & Bb. The corresponding heights of these strips are Twc, Tfb, (Bc-Twc-Tfb)>=0, (D-Bc-Tfb) & Tfb.
The combined girder section is classified using Cl 3.5.3 and Table (11) of BS5950-1:2000. The dimensions and the limiting width-to-thickness ratios used are shown and described below
b/T <= 9 e Class 1 Plasticb/T <= 10 e Class 2 Compactb/T <= 15 e Class 3 Semi-compactb/T > 15 e Class 4 slender
bp/tp <= 28 e Class 1 Plasticbp/tp <= 32 e Class 2 Compactbp/tp <= 40 e Class 3 Semi-compactbp/tp > 40 e Class 4 slender
bo/tp <= 8 e Class 1 Plasticbo/tp <= 9 e Class 2 Compactbo/tp <= 13 e Class 3 Semi-compactbo/tp > 13 e Class 4 slender
d/t <= 80 e Class 1 Plasticd/t <= 100 e Class 2 Compactd/t <= 120 e Class 3 Semi-compactd/t > 120 e Class 4 slender
In all of the above ratios, the parameter e = Sqrt(275/py)
tpbp
d
b
T
t
Dimensions when UB Flange is wider then
the Top Plate
Dimensions when Top Plate/PFC/RSC is wider then
the UB Flange
tp
bo
d
b
T
t
bp
File: document.xls Tab: Notes Page 9/20 Date Printed: 04/09/2023
11- Horizontal Wheel Loads
These loads act transverse and longitudinal to the crane rails and stem from surge or crabbing.
Due to surge or inertia, the horizontal loads are taken as:
Transverse load of 10% of the combined weight of the crab & the lifted load
Longitudinal load of 5% of the static vertical reactions (i.e. crab + crane + lifted-load)
12- Crabbing Force of Trolley
FR = Lc Ww / (40 s) but >= Ww/20
13- Partial Factors for Loads
Table 2 in Cl 2.4.1.1 of BS 5950-1:2000 specifies the following load factors: 1.6 Vertical crane loads 1.4 Vertical crane loads acting together with horizontal crane loads 1.6 Horizontal crane loads (surge or crabbing) 1.4 Horizontal crane loads acting together with vertical crane loads.
14- Load Combinations
Cl 2.4.1.3 of BS 5950-1, specifies the following principal load combinations:
Crane Combination 1: Dead, imposed load and vertical crane loadsCrane Combination 2: Dead, imposed load and horizontal crane loadsCrane Combination 3: Dead, imposed load, vertical crane loads and horizontal crane loads
CRANEgirder offers an option to ignore top flange of the UB to resist horizontal bending and deflections. The Yes/No cell input allows the flange to be ignored or included. To signify this point, the flange resisting lateral loads is shown dotted in the following sketch.
When the crane girder has no top element (FFC, RSC or Plate), however, CRANEgirder always includes the UB flange to resist lateral bending and deflection; the Yes/No input is ignored when the UB section alone is acting as the crane girder.
When the cranes are Class Q1 or Q2, the crabbing forces are not considered. For Class Q3 & Q4 cranes, the transverse crabbing forces are obtained from Cl 4.11.2 of BS 5950-1:2000.
When the crane is class Q3 or Q4, a crabbing force FR is applied as a single point load to calculate the maximum horizontal moment and deflection.
The critical position of this force is at mid span of the Crane girder. As per Cl 4.11.2, the magnitude of FR is:
When the crane is class Q1 or Q2, the crabbing force FR is assumed to be zero and the Crane girder is designed for the surge forces only.
When a Crane girder is also subjected to imposed and wind loads, Table 2 of BS 5950-1:2000 gives other load factors. However, these loads are outside the usage of this Template and their factors are not summarised above.
As discussed in section 20.2.2 of the Steelwork Design Guide2, load combination 2 is meant for the design of Crane girder supports rather than itself. Hence this combination is not considered and only the following two combinations are checked.
Parts resisting horizontal loading
and deflection
Db
Twb
Parts resisting vertical shear
Part under maximum wheel
compression
XR
HR
T=Twb+Twc
Wheel
Rail
XR= 2(HR+T)
Parts resisting vertical loading and deflection
DL
D
File: document.xls Tab: Notes Page 10/20 Date Printed: 04/09/2023
1.4 Dead Load + 1.6 Vertical Crane Load 1.4 (Dead Load + Vertical Crane Load + Horizontal Crane Surge/Crabbing)
15- Vertical Wheel Loads
16- Vertical and Horizontal Deflection
Using Table 8 of BS 5950-1:2000, the suggested limits for deflections are:
The formula for vertical deflection due to Crane girder self weight is:
5 Wg L^3 / (384 E Ix)
Wus L^3 [ 3(a+c)/L - 4(a^3 + c^3)/L^3 ] / [48 E Ix]
17- Shear Resistance at Supports Fv < Pv
Pv = 0.6 py Av = 0.6 py Twb Db
18- Vertical Moment Resistance x-x
Lateral-torsional buckling moment capacity Mb is calculated using Cl 4.3.6.3 and Cl 4.3.6.9.
A girder section can be Plastic, Compact or Semi-compact nut not slender.
Mb= pb Sx for Class 1 Plastic and Class 2 Compact Sections
Mb= pb Zx for Class 3 Semi-compact Sections, using the lesser of Zx top and Zx bottom values.
LamdaLT= u v Lamda (Bw)^0.5
Bw=1 for class 1 plastic and Class 2 Compact sectionsBw=Zx/Sx for Class 3 Semi-compact sections, using the lesser of the Zx top and Zx bottom values
Lamda=Le/ryu = [4 Sx^2 (1-Iy/Ix)/{A^2 hs^2}]v = 1 / [{4N(1-N) + 0.5 (Lamda/x)^2 + sai^2}^0.5 + sai ]^0.5x = 0.566 hs(A/J)^0.5hs = Db +Twc/2 -Tfbsai =kn (2N-1) (1 + 0.5 DL/D) where kn=0.8 when N>0.5 and kn=1 when n<0.5
The buckling resistance is checked by using the following two interaction expressions: mx Mx / py Zx + my My / py zy <=1 and mLT MLT / Mb + my My / py Zy <=1
When calculating maximum moment and deflection in the horizontal direction, the surge or crabbing load, whichever causes the maximum effect, is used.
The maximum unfactored static wheel load is: Wus = Wc / 4 + (Wcap+Wcb) (Lc-ah) / (2 Lc)
The maximum unfactored dynamic wheel load is: Ww= Impact-factor Wus
Vertical deflection due to static wheel load: Span/600
Horizontal deflection (using top section properties alone) due to horizontal crane loads: Span/500
The formula for vertical (and similarly horizontal) deflections due to two equal point loads acting at distances a & c from the supports is:
The formula for horizontal deflection due to a single crabbing load FR at mid span is: FR L^3 / (48 E Iyfc)
When calculating deflections, full combined section is used for the vertical loading & part combined section (comprising PFC/RSC/Plate and optionally top UB flange) for the horizontal loading.
When a girder section happens to be slender, Mb calculations become outside the scope of this template and the value of Mb is made equal to zero.
In the above, pb =f(py, LamdaLT) and is obtained from Table 17 of BS 5950-1:2000 and by using Cl 4.3.6.7 to calculate various factors as below:
File: document.xls Tab: Notes Page 11/20 Date Printed: 04/09/2023
19- Horizontal Moment Resistance y-y
Mcy = py Zyfc As stated above, full PFC/RSC/Plate and optionally UB-top-flange is included in the value of Zyfc.
20- Web Bearing & Buckling at Support
This is checked as per rules given in Cl 4.5.2 and 4.5.3 of BS 5950-1:2000
The data input required is
The unstiffened web bearing capacity as per Clause 4.5.2.1 is Pbw =(b1 + n k) Twb pywwhere n = 2 + 0.6 be / k <=5 ; k = Tf + r for rolled & k = Tf for welded section;The unstiffened web buckling capacity to Cl 4.5.3.2 is: Px = K1 K2 [25e t / Sqrt{(b1+n k) d}] Pbw
In the above, ae = b1/2 + be when be>=0 and ae = b1/2 + e/2 when be<0
the value of Le/d ratio is 0.7 and the factor K2 becomes equal to 1.
21- Local Compression under the Wheel
As per Cl 4.11.4, the local compressive stress is obtained by load distribution over a length XR given by:
XR= 2(HR+Tfc+Twc) <=sThe magnitude of this stress is fw = 1.6 Ww/ [XR Twb]
22- UB-Flange to Top Section Weld
The horizontal shear in each of the two welds due to vertical reaction is:
As per Cl 4.11.3, the lateral torsional factor buckling factor mLT is taken as 1. The equivalent uniform moment factors mx and my for flexural buckling are also taken as 1 for simplicity, i.e. the moment gradient is ignored.
The horizontal moment is assumed to be resisted by the top section and, if selected, by also including top flange of the bottom UB. It is given by:
the stiff bearing length b1 at support, the distance be from beam-end to the stiff bearing edge and the nature of beam-end restraint represented by Le/d ratio.
where K1 is the reduction factor for proximity to the beam end and is given by: K1= (ae + 0.7 d)/(1.4d) <=1
and K2 is the reduction factor for the nature of the beam end restraint given by: K2 = 0.7 d/Le
When the flange for applying the reaction or load is effectively restrained against both: a) rotation relative to the web; b) lateral movement relative to the other flange
Where a) or b) are not met, the Le/d ratio is to be determined as per Cl 4.7.3 for the appropriate conditions of end-restraint.
Using Table 22 of BS 5950-1:2000, various values of Le/d ratios that can be used are summarised in a table below. They can be selected via drop down menu of the input cell.
CRANEgirder does not size or design this weld as in most cases it needs to be continuous nominal size weld.
However, it calculates the magnitudes of both the longitudinal and the transverse shears and also their resultants. Using these values, welds can be sized by the user.
Gantry Girder Supports for Web Bearing & BucklingLe/d Ratios Based on Table 22 of BS 5950-1:2000
Bottom Flange Held in Top Flange Held in Le/dPosition Direction Position Direction Ratio
Fully Fully Fully Fully 0.7Fully Partially Fully Partially 0.85Fully Fully Fully Free 0.85Fully Free Fully Free 1Fully Fully Free Fully 1.2Fully Fully Free Partially 1.5Fully Fully Free Free 2
File: document.xls Tab: Notes Page 12/20 Date Printed: 04/09/2023
Rb Ac (Ytop -Cy)/(2Ix)
This force acts in longitudinal direction of the Crane girder.
In addition, the surge and crabbing actions also cause shear in these welds.
23- Reactions on to the Support Structure
24- Cautions & Limitations of Use
25- References
1 BS 5950: Structural use of steelwork in buildingBS 5950-1:2000: Code of practice for design - Rolled and welded sections, 2001
2
3 BS 2573: Rules for the design of cranes
4 BS 449: The use of structural steel in buildingsBS 449-2: 1969: Metric UnitsBritish Standards Institution, 1969
5
Whereas the shear due to surge occurs in both the longitudinal and the transverse direction, the shear due to crabbing is assumed to occur in the transverse direction only.
The weld length XR for transferring the surge and crabbing forces from the top-section to the UB-flange is given by: XR= 2(HR+Twc)
Unfactored values of these reactions are calculated as maximum for crane girder-1 and corresponding minimum for girder-2
These reactions are due to dead and crane loads acting on supports of the two girders. Their directions are vertical, longitudinal and transverse in relation to the girder span.
Two sets of values are calculated for crane reactions. One set is for crabbing and the other for crane surge. To design the support structure, critical set values need to be used.
The maximum reaction due to crane crabbing occurs when one carriage wheel is at the support and the other within the girder span at distance s.
The maximum reaction due to crane surge occurs when the two carriage wheels are symmetrically placed at equal distance from a middle support.
A static 3D diagram shows the position of crane bridge causing maximum crabbing and surge reactions together with the direction and position of induced reactions.
CRANEgirder allows changing of plate sizes towards bottom of the PFC data sheet. Any section change made here applies also to all stored crane girders being recalled later and using the changed section.
CRANEgirder allows selecting bottom and top section parts to make a compound crane girder. However, it makes no detailing checks to ensure a logical section. It is therefore the user's responsibility to specify a feasible compound section.
As mentioned in the introduction section, CRANEgirder allows inclusion of the top flange of UB to resist lateral bending and displacements. Although a past design practice, this aspect differs from the Steelwork Design Guide2 and gives less conservative results.
Storing crane girder data does not save the Excel file to the hard disk. It merely writes information of a crane girder into the Store worksheet. When finishing the use of CRANEgirder, save the Excel file in the usual windows manner.
Do not delete contents of cells O1, O2 & O3 as being unprotected for Excel use purposes. They house bottom & top section numbers and crane numbers.
Steelwork Design Guide to BS 5950-1:2000, Volume 2, Worked Examples, SCI Publication P326, The Steel Construction Institute, 2003
BS 2573-1: 1983: Specification, for classification, stress calculations and design criteria for structures, British Standards Institution, 1983
Structural Steelwork, Design to Limit State Theory, 2nd Edition, T J MacGinley & T C Ang, Butterworth-Heinemann, 1992
File: document.xls Tab: Notations Page 13/20 Date Printed: 04/09/2023
Crane Girder Design to BS 5950-1: 2000
Notationsa Distance of load from left support of Crane girderA Area of the combined sectionA1 to A5 5 Strips for finding plastic modulus of the combined sectionAb Area of UBAc Area of PFC, RSC or Plateae Distance from load to beam end at UB supportah Minimum hook approachAv Shear area of UB equal to Db TwbB Width of combined sectionb Wheel spacing in end carriage (or flange width for section classification to BS5950)b1 Stiff bearing length at UB support , Cl 4.5.1.3bo Outstand flange width for section classification to BS5950-1, Cl 3.5.3)bp Internal width of plate for section classification to BS5950-1 Cl 3.5.3Bb Width of UB as sole or bottom part of the section Bc (DL) Width of PFC, RSC or Plate as top part of the section (0 when there is no top element)be Beam end to stiff bearing edge at supportBw
Cy Distance of load from right support of Crane girderCy Distance centroidal axis to back of the web of PFC, RSC or Plated Depth between fillets of UBD Depth of the combined sectionDb Depth of UBDc Depth of PFC, RSC or Plate (0 for no top element)DL Compression flange lip depth (Fig 10 BS5950-1:2000, equal of Bc of PFC, RSCE Modulus of elasticity of steel 205 kN/mm2FR Unfactored crabbing force, transverse to the rail per wheel transmitted by frictionFv Design shear forcefw Compressive stress on the UB web under the wheelhs Distance between shear centres of the flanges of the combined sectionIx Inertia x-x of the combined sectionIxb Inertia x-x of UBIxc Inertia x-x of PFC, RSC or PlateIy Inertia y-y of the full combined sectionIyb Inertia y-y of UBIyc Inertia y-y of PFC, RSC or PlateIyfc Inertia y-y of the part-combined section, UB-top-flange + full PFC/RSC/PlateIyft Inertia y-y of the tension flange in the combined section i.e. of UB-flange onlyJ Torsion constant of the combined sectionJb Torsion constant of UBJc Torsion constant of PFC, RSC or Platek
K1 Reduction factor for proximity to beam end in web buckling - Cl 4.5.3.1K2 Reduction factor for restraint in web buckling - as per Cl 4.5.3.1 & Cl 4.7.2kn
L Span of Crane girderLc Span of crane bridge
Ratio for calculating LamdaLT as per Cl 4.3.6.9; =1 for class1 plastic and class 2 compact sections
Factor for bearing and buckling length of I- & H- sections, k= Tf+r for rolled & k=Tf for welded sections Cl 4.5.2.1
Factor for finding monosymmetry index sai Cl 4.3.6.7,kn=0.8 when N>0.5 and kn=1 when n<0.5
File: document.xls Tab: Notations Page 14/20 Date Printed: 04/09/2023
Le
M Mass in kg/m of the combined sectionMb Buckling resistant moment about x-x of the combined sectionMcf Moment capacity of the flange of the combined sectionMcy Moment capacity of the combined section about y-yMLT Maximum major axis moment in the segment length L governing MbMpfc Mass in kg/m of PFC, RSC or PlateMub Mass in kg/m of UBMx1 Factored design moment for the combined section about x-x (1.4DL+1.6LL with impact)Mx2 Factored design moment for the combined section about x-x (1.4DL+1.4LL with impact)My Factored design moment for the combined section about y-yN Flange ratio of the combined section, as per Cl 4.3.6.7 N=Iyfc/(Iyfc+Iyft)n A factor n=2+0.6 be/k <=5 for bearing and buckling capacity of UB web Cl 4.5.2.1pb Bending strength from Cl 4.3.6.5 , using Table 16 for Rolled & Table 17 for Welded sections
Pbw Bearing capacity of the unstiffened web at the web-to-flange connectionPh Horizontal point load on Crane girderPv Vertical point load on Crane girder OR Shear capacity of the combined sectionPx Buckling resistance of the unstiffened webpy Design strength from Table 9 of BS 5950-1: 2000Q1 to Q4 Crane classifications as per BS2573-1r Root radius of UBRa Crane girder reaction at its left supportRb Crane girder reaction at its right supportry Radius of gyration about y-y of the combined sectionsai Monosymmetry index of the combined section as per Cl 4.3.6.7Sx Plastic modulus about x-x of the combined sectionT Thickness of compression flange of the combined section, greater of Tfb or TfcTfb Thickness of UB FlangeTfc Thickness of Flange of PFC, RSC or Plate (0 for no top element)tp Thickness of the connected plate for section classification to BS5950-1: 2000 Cl 3.5.3Twb Thickness of UB webTwc Thickness of web of PFC, RSC or Plate (0 for no top element)u Buckling parameter of the combined section [4 Sx^2 (1-Iy/Ix)/{A^2 hs^2}]v Slenderness factor as per Clause 4.3.6.7 Wc Weight of crane bridge including end carriagesWcap Crane capacity (hook load)Wcb Weight of crabWg Weight of Crane girderWH1
WH2
Wus Maximum unfactored static load (per wheel) f(Wc, Wcb, Wcap)Ww Maximum unfactored dynamic load (per wheel) equal to 1.3 Wusx Torsional index of the combined section x=0.566 hs(A/J)^0.5 as per Annex B.2.4.1XR Compression length on the UB web for distributing crane wheel loadY bot Distance from neutral axis to bottom edge of the combined sectionY top Distance from neutral axis to top edge of the combined section Ye Equal axis distance from top edge of the combined section
Crane girder span with ends torsionally restrained and compression flange laterally restrained but free to rotate on plan
Unfactored horizontal surge load per wheel transverse to rail equal to:0.1(Wcb+Wcap)/4 for wheels with 2 flanges, and0.1(Wcb+Wcap)/2 for wheels with 1 flange.
Unfactored horizontal surge load per wheel longitudinal along rail equal to:0.05Wus
File: document.xls Tab: Notations Page 15/20 Date Printed: 04/09/2023
Yea Equal axis distance from bottom flange of the combined sectionYna Neutral axis distance from top edge of combined sectionYna Neutral axis distance from bottom flange of combined sectionZx Lessor of Zx bot and Zx top values, Cl 1.4Zx bot Section modulus x-x of the combined section at bottom edgeZx top Section modulus x-x of the combined section at top edgeZyfc Section modulus y-y of the part-combined section, UB-top-flange + full PFC/RSC/Plate
CRANEgirder20041110
File: document.xls Tab: UB+PFC Date Printed: 04/09/2023
Crane Girder Properties Design Stress: 460 Properties of Combined Crane Beam SectionUB PFC PFC UB PFC Class M kg/m D mm B mm nc mm nt mm A cm2 Ixx cm4 Iyy tf+pfc cm4 Iyy cm4 ryy cm Zxnc cm3 Zxnt cm3 Zyy tf cm3 Icf cm4 Itf cm4 N ratio J cm4 hs cm x const DL mm sai1 3 1 914x305x289 UB 430x100x64 PFC ### 353.5373 937.6 430 #VALUE! #VALUE! 450.1 #VALUE! 29707.7513421 37536 9.132075 #VALUE! #VALUE! 1381.756 29737.5 7798.5 0.792239 989 90.01 34.36874 100 #VALUE!2 4 1 914x305x253 UB 430x100x64 PFC ### 317.8373 929.4 430 #VALUE! #VALUE! 405.1 #VALUE! 28568.1309947 35240 9.326889 #VALUE! #VALUE! 1328.75 28589.5 6650.5 0.81128 689 89.6 38.88624 100 #VALUE!3 5 1 914x305x224 UB 430x100x64 PFC ### 288.6373 921.4 430 #VALUE! #VALUE! 368.1 #VALUE! 27540.0044193 33175 9.493417 #VALUE! #VALUE! 1280.93 27557 5618 0.830656 485 89.2 43.98386 100 #VALUE!4 7 1 838x292x226 UB 430x100x64 PFC ### 290.9373 861.9 430 #VALUE! #VALUE! 371.1 #VALUE! 27602.8132134 33299 9.47262 #VALUE! #VALUE! 1283.852 27619 5680 0.829424 577 82.96 37.65674 100 #VALUE!5 8 1 838x292x194 UB 430x100x64 PFC ### 258.2373 851.7 430 #VALUE! #VALUE! 329.1 #VALUE! 26459.7510585 31005 9.70626 #VALUE! #VALUE! 1230.686 26472 4533 0.853798 369 82.45 44.0715 100 #VALUE!6 10 1 762x267x197 UB 430x100x64 PFC ### 261.2373 780.8 430 #VALUE! #VALUE! 333.1 #VALUE! 26013.3361067 30114 9.508169 #VALUE! #VALUE! 1209.923 26026.5 4087.5 0.864266 467 74.99 35.84666 100 #VALUE!7 11 1 762x267x173 UB 430x100x64 PFC ### 237.4373 773.2 430 #VALUE! #VALUE! 302.1 #VALUE! 25353.6134933 28789 9.76198 #VALUE! #VALUE! 1179.238 25364 3425 0.881031 330 74.61 40.4047 100 #VALUE!8 11 2 762x267x173 UB 380x100x54 PFC ### 226.9615 771.7 380 #VALUE! #VALUE! 288.7 #VALUE! 18448.6134933 21884 8.706427 #VALUE! #VALUE! 970.9797 18459 3425 0.843493 312.7 74.535 40.53556 100 #VALUE!9 14 1 686x254x170 UB 430x100x64 PFC ### 234.6373 703.9 430 #VALUE! #VALUE! 299.1 #VALUE! 25244.7402096 28569 9.773257 #VALUE! #VALUE! 1174.174 25254 3315 0.883965 371 67.47 34.28849 100 #VALUE!
10 15 1 686x254x152 UB 430x100x64 PFC ### 216.8373 698.5 430 #VALUE! #VALUE! 276.1 #VALUE! 24823.7050094 27723 10.02044 #VALUE! #VALUE! 1154.591 24831 2892 0.895682 283 67.2 37.56866 100 #VALUE!11 16 2 686x254x140 UB 380x100x54 PFC ### 194.0615 693 380 #VALUE! #VALUE! 246.7 #VALUE! 17619.4357909 20217 9.052609 #VALUE! #VALUE! 927.3387 17625.5 2591.5 0.871816 214.7 66.925 40.60442 100 #VALUE!12 18 1 610x305x238 UB 430x100x64 PFC ### 302.5373 646.8 430 #VALUE! #VALUE! 385.1 #VALUE! 29840.4032507 37776 9.904242 #VALUE! #VALUE! 1387.926 29857.5 7918.5 0.790383 848 60.99 23.2629 100 #VALUE!13 19 1 610x305x179 UB 430x100x64 PFC ### 243.4373 631.2 430 #VALUE! #VALUE! 310.1 #VALUE! 27635.0029592 33347 10.36997 #VALUE! #VALUE! 1285.349 27643 5704 0.82895 403 60.21 29.89396 100 #VALUE!14 20 1 610x305x149 UB 430x100x64 PFC ### 213.6373 623.4 430 #VALUE! #VALUE! 272.1 #VALUE! 26587.6823155 31247 10.71618 #VALUE! #VALUE! 1236.636 26593 4654 0.851058 263 59.82 34.4389 100 #VALUE!15 21 2 610x229x140 UB 380x100x54 PFC ### 193.8615 626.7 380 #VALUE! #VALUE! 246.7 #VALUE! 17280.6063678 19539 8.89952 #VALUE! #VALUE! 909.5056 17286.5 2252.5 0.884718 261.7 59.985 32.96414 100 #VALUE!16 22 2 610x229x125 UB 380x100x54 PFC ### 179.0615 621.7 380 #VALUE! #VALUE! 227.7 #VALUE! 16995.4682033 18966 9.126544 #VALUE! #VALUE! 894.4983 17000 1966 0.896341 199.7 59.735 36.10254 100 #VALUE!17 23 3 610x229x113 UB 300x100x46 PFC ### 158.5266 616.6 300 #VALUE! #VALUE! 202 #VALUE! 9942.21464155 11663 7.598528 #VALUE! #VALUE! 662.8143 9946 1717 0.852782 147.8 59.48 39.35735 100 #VALUE!18 25 2 533x210x122 UB 380x100x54 PFC ### 175.9615 554 380 #VALUE! #VALUE! 223.7 #VALUE! 16722.8505807 18422 9.074765 #VALUE! #VALUE! 880.15 16728 1694 0.908045 223.7 52.795 29.88197 100 #VALUE!19 26 4 533x210x109 UB 300x90x41 PFC ### 150.3915 548.5 300 #VALUE! #VALUE! 191.7 #VALUE! 8685.53484821 10161 7.280432 #VALUE! #VALUE! 579.0357 8689.5 1471.5 0.855182 154.8 52.52 33.08009 90 #VALUE!20 28 4 533x210x92 UB 300x90x41 PFC ### 133.4915 542.1 300 #VALUE! #VALUE! 169.7 #VALUE! 8409.93078641 9607 7.524073 #VALUE! #VALUE! 560.6621 8412.5 1194.5 0.875664 104.5 52.2 37.65041 90 #VALUE!21 30 4 457x191x98 UB 300x90x41 PFC ### 139.6915 476.2 300 #VALUE! #VALUE! 177.7 #VALUE! 8388.56602283 9565 7.336666 #VALUE! #VALUE! 559.2377 8391.5 1173.5 0.877313 149.8 45.21 27.87011 90 #VALUE!22 31 6 457x191x89 UB 260x75x28 PFC ### 116.8834 470.4 260 #VALUE! #VALUE! 149.1 #VALUE! 4661.35809745 5708 6.187328 #VALUE! #VALUE! 358.566 4663.5 1044.5 0.817011 102.4 44.92 30.67927 75 #VALUE!23 33 6 457x191x74 UB 260x75x28 PFC ### 101.8834 464 260 #VALUE! #VALUE! 129.7 #VALUE! 4453.04136107 5290 6.386425 #VALUE! #VALUE! 342.5416 4454.5 835.5 0.84206 63.5 44.6 36.07733 75 #VALUE!24 35 6 457x152x82 UB 260x75x28 PFC ### 109.6834 472.8 260 #VALUE! #VALUE! 140.1 #VALUE! 4208.92245188 4804 5.855749 #VALUE! #VALUE! 323.7633 4211.5 592.5 0.876665 100.9 45.04 30.0392 75 #VALUE!25 37 8 457x152x67 UB 230x75x26 PFC ### 92.86405 464.5 230 #VALUE! #VALUE! 118.3 #VALUE! 3202.756609 3661 5.56298 #VALUE! #VALUE! 278.5006 3204.5 456.5 0.875307 59.5 44.625 35.61464 75 #VALUE!26 40 4 406x178x74 UB 300x90x41 PFC ### 115.5915 421.8 300 #VALUE! #VALUE! 147.2 #VALUE! 7989.13798333 8763 7.71565 #VALUE! #VALUE! 532.6092 7990.5 772.5 0.911845 91.6 40.13 28.79332 90 #VALUE!27 41 6 406x178x67 UB 260x75x28 PFC ### 94.68337 416.4 260 #VALUE! #VALUE! 120.6 #VALUE! 4300.17285808 4984 6.428585 #VALUE! #VALUE! 330.7825 4301.5 682.5 0.863062 57.8 39.86 32.58843 75 #VALUE!28 43 6 406x178x54 UB 260x75x28 PFC ### 81.68337 409.6 260 #VALUE! #VALUE! 104.1 #VALUE! 4128.69166933 4640 6.676266 #VALUE! #VALUE! 317.5917 4129.5 510.5 0.889978 34.8 39.52 38.68736 75 #VALUE!31 3 17 914x305x289 UB 432x102x65 RSC ### 354.6 938.8 431.8 #VALUE! #VALUE! 451.4 #VALUE! 29141.7513421 36970 9.049903 #VALUE! #VALUE! 1349.78 29171.5 7798.5 0.789059 987.5 90.07 34.46742 101.6 #VALUE!32 4 17 914x305x253 UB 432x102x65 RSC ### 318.9 930.6 431.8 #VALUE! #VALUE! 406.4 #VALUE! 28002.1309947 34674 9.236876 #VALUE! #VALUE! 1297 28023.5 6650.5 0.808199 687.5 89.66 39.01716 101.6 #VALUE!33 5 17 914x305x224 UB 432x102x65 RSC ### 289.7 922.6 431.8 #VALUE! #VALUE! 369.4 #VALUE! 26974.0044193 32609 9.395509 #VALUE! #VALUE! 1249.375 26991 5618 0.827716 483.5 89.26 44.15944 101.6 #VALUE!34 7 17 838x292x226 UB 432x102x65 RSC ### 292 863.1 431.8 #VALUE! #VALUE! 372.4 #VALUE! 27036.8132134 32733 9.375363 #VALUE! #VALUE! 1252.284 27053 5680 0.826475 575.5 83.02 37.79909 101.6 #VALUE!35 8 17 838x292x194 UB 432x102x65 RSC ### 259.3 852.9 431.8 #VALUE! #VALUE! 330.4 #VALUE! 25893.7510585 30439 9.598319 #VALUE! #VALUE! 1199.34 25906 4533 0.851079 367.5 82.51 44.28069 101.6 #VALUE!36 10 17 762x267x197 UB 432x102x65 RSC ### 262.3 782 431.8 #VALUE! #VALUE! 334.4 #VALUE! 25447.3361067 29548 9.400066 #VALUE! #VALUE! 1178.663 25460.5 4087.5 0.861666 465.5 75.05 36.00314 101.6 #VALUE!37 11 17 762x267x173 UB 432x102x65 RSC ### 238.5 774.4 431.8 #VALUE! #VALUE! 303.4 #VALUE! 24787.6134933 28223 9.644813 #VALUE! #VALUE! 1148.106 24798 3425 0.878645 328.5 74.67 40.61652 101.6 #VALUE!38 11 18 762x267x173 UB 381x102x55 RSC ### 228.01 772.6 381 #VALUE! #VALUE! 290.1 #VALUE! 18283.6134933 21719 8.652588 #VALUE! #VALUE! 959.7697 18294 3425 0.842304 313.4 74.58 40.61282 101.6 #VALUE!39 14 17 686x254x170 UB 432x102x65 RSC ### 235.7 705.1 431.8 #VALUE! #VALUE! 300.4 #VALUE! 24678.7402096 28003 9.655001 #VALUE! #VALUE! 1143.063 24688 3315 0.88162 369.5 67.53 34.46323 101.6 #VALUE!40 15 17 686x254x152 UB 432x102x65 RSC ### 217.9 699.7 431.8 #VALUE! #VALUE! 277.4 #VALUE! 24257.7050094 27157 9.894359 #VALUE! #VALUE! 1123.562 24265 2892 0.893508 281.5 67.26 37.79091 101.6 #VALUE!41 16 18 686x254x140 UB 381x102x55 RSC ### 195.11 693.9 381 #VALUE! #VALUE! 248.1 #VALUE! 17454.4357909 20052 8.99012 #VALUE! #VALUE! 916.2433 17460.5 2591.5 0.870761 215.4 66.97 40.68059 101.6 #VALUE!42 18 17 610x305x238 UB 432x102x65 RSC ### 303.6 648 431.8 #VALUE! #VALUE! 386.4 #VALUE! 29274.4032507 37210 9.813214 #VALUE! #VALUE! 1355.924 29291.5 7918.5 0.787194 846.5 61.05 23.34571 101.6 #VALUE!43 19 17 610x305x179 UB 432x102x65 RSC ### 244.5 632.4 431.8 #VALUE! #VALUE! 311.4 #VALUE! 27069.0029592 32781 10.2601 #VALUE! #VALUE! 1253.775 27077 5704 0.825997 401.5 60.27 30.04237 101.6 #VALUE!44 20 17 610x305x149 UB 432x102x65 RSC ### 214.7 624.6 431.8 #VALUE! #VALUE! 273.4 #VALUE! 26021.6823155 30681 10.5934 #VALUE! #VALUE! 1205.266 26027 4654 0.84831 261.5 59.88 34.65466 101.6 #VALUE!45 21 18 610x229x140 UB 381x102x55 RSC ### 194.91 627.6 381 #VALUE! #VALUE! 248.1 #VALUE! 17115.6063678 19374 8.836825 #VALUE! #VALUE! 898.457 17121.5 2252.5 0.883736 262.4 60.03 33.03819 101.6 #VALUE!46 22 18 610x229x125 UB 381x102x55 RSC ### 180.11 622.6 381 #VALUE! #VALUE! 229.1 #VALUE! 16830.4682033 18801 9.058951 #VALUE! #VALUE! 883.4891 16835 1966 0.895431 200.4 59.78 36.17729 101.6 #VALUE!47 23 20 610x229x113 UB 305x89x42 RSC ### 154.81 617.8 304.8 #VALUE! #VALUE! 197.3 #VALUE! 8791.21464155 10512 7.299265 #VALUE! #VALUE! 576.8514 8795 1717 0.836663 139.1 59.54 40.13518 88.9 #VALUE!48 25 18 533x210x122 UB 381x102x55 RSC ### 177.01 554.9 381 #VALUE! #VALUE! 225.1 #VALUE! 16557.8505807 18257 9.005897 #VALUE! #VALUE! 869.1785 16563 1694 0.907214 224.4 52.84 29.95405 101.6 #VALUE!49 26 20 533x210x109 UB 305x89x42 RSC ### 150.81 549.7 304.8 #VALUE! #VALUE! 192.3 #VALUE! 8545.53484821 10021 7.218815 #VALUE! #VALUE! 560.7306 8549.5 1471.5 0.853158 154.1 52.58 33.24492 88.9 #VALUE!50 28 20 533x210x92 UB 305x89x42 RSC ### 133.91 543.3 304.8 #VALUE! #VALUE! 170.3 #VALUE! 8269.93078641 9467 7.455879 #VALUE! #VALUE! 542.6464 8272.5 1194.5 0.873825 103.8 52.26 37.88737 88.9 #VALUE!51 30 20 457x191x98 UB 305x89x42 RSC ### 140.11 477.4 304.8 #VALUE! #VALUE! 178.3 #VALUE! 8248.56602283 9425 7.270512 #VALUE! #VALUE! 541.2445 8251.5 1173.5 0.875491 149.1 45.27 28.01972 88.9 #VALUE!52 31 22 457x191x89 UB 254x76x28 RSC ### 117.48 471.5 254 #VALUE! #VALUE! 149.9 #VALUE! 4397.35809745 5444 6.026404 #VALUE! #VALUE! 346.2487 4399.5 1044.5 0.808137 103 44.975 30.70929 76.2 #VALUE!53 33 22 457x191x74 UB 254x76x28 RSC ### 102.48 465.1 254 #VALUE! #VALUE! 130.5 #VALUE! 4189.04136107 5026 6.205917 #VALUE! #VALUE! 329.8458 4190.5 835.5 0.833764 64.1 44.655 36.06308 76.2 #VALUE!54 35 22 457x152x82 UB 254x76x28 RSC ### 110.28 473.9 254 #VALUE! #VALUE! 140.9 #VALUE! 3944.92245188 4540 5.676393 #VALUE! #VALUE! 310.6238 3947.5 592.5 0.869493 101.5 45.095 30.07235 76.2 #VALUE!55 37 24 457x152x67 UB 229x76x26 RSC ### 93.28 465.6 228.6 #VALUE! #VALUE! 118.8 #VALUE! 3069.756609 3528 5.449493 #VALUE! #VALUE! 268.5701 3071.5 456.5 0.870607 59.3 44.68 35.79402 76.2 #VALUE!56 40 20 406x178x74 UB 305x89x42 RSC ### 116.01 423 304.8 #VALUE! #VALUE! 147.8 #VALUE! 7849.13798333 8623 7.638217 #VALUE! #VALUE! 515.0353 7850.5 772.5 0.910414 90.9 40.19 29.00612 88.9 #VALUE!57 41 22 406x178x67 UB 254x76x28 RSC ### 95.28 417.5 254 #VALUE! #VALUE! 121.4 #VALUE! 4036.17285808 4720 6.235362 #VALUE! #VALUE! 317.8089 4037.5 682.5 0.855403 58.4 39.915 32.57283 76.2 #VALUE!58 43 22 406x178x54 UB 254x76x28 RSC ### 82.28 410.7 254 #VALUE! #VALUE! 104.9 #VALUE! 3864.69166933 4376 6.458786 #VALUE! #VALUE! 304.3064 3865.5 510.5 0.883341 35.4 39.575 38.5588 76.2 #VALUE!
File: document.xls Tab: UB Page 17/20 Date Printed: 04/09/2023
Crane Girder Design to BS 5950-1: 2000
No SIZE MASS D B t T r d Ix Iy Rx RY ZX ZY SX SY U X H J A
kg/m mm mm mm mm mm mm cm4 cm4 cm cm cm3 cm3 cm3 cm3 dm6 cm4 cm21 914x419x388 UB 388 921 420.5 21.4 36.6 24.1 799.6 719635 45438 38.2 9.59 15627 2161 17665 3341 0.885 26.7 88.9 1734 4942 914x419x343 UB 343.3 911.8 418.5 19.4 32 24.1 799.6 625780 39156 37.8 9.46 13726 1871 15477 2890 0.883 30.1 75.8 1193 4373 914x305x289 UB 289.1 926.6 307.7 19.5 32 19.1 824.4 504187 15597 37 6.51 10883 1014 12570 1601 0.867 31.9 31.2 926 3684 914x305x253 UB 253.4 918.4 305.5 17.3 27.9 19.1 824.4 436305 13301 36.8 6.42 9501 871 10942 1371 0.866 36.2 26.4 626 3235 914x305x224 UB 224.2 910.4 304.1 15.9 23.9 19.1 824.4 376414 11236 36.3 6.27 8269 739 9535 1163 0.861 41.3 22.1 422 2866 914x305x201 UB 200.9 903 303.3 15.1 20.2 19.1 824.4 325254 9423 35.7 6.07 7204 621 8351 982 0.854 46.8 18.4 291 2567 838x292x226 UB 226.5 850.9 293.8 16.1 26.8 17.8 761.7 339704 11360 34.3 6.27 7985 773 9155 1212 0.87 35 19.3 514 2898 838x292x194 UB 193.8 840.7 292.4 14.7 21.7 17.8 761.7 279175 9066 33.6 6.06 6641 620 7640 974 0.862 41.6 15.2 306 2479 838x292x176 UB 175.9 834.9 291.7 14 18.8 17.8 761.7 246021 7799 33.1 5.9 5893 535 6808 842 0.856 46.5 13 221 22410 762x267x197 UB 196.8 769.8 268 15.6 25.4 16.5 686 239957 8175 30.9 5.71 6234 610 7167 959 0.869 33.2 11.3 404 25111 762x267x173 UB 173 762.2 266.7 14.3 21.6 16.5 686 205282 6850 30.5 5.58 5387 514 6198 807 0.864 38.1 9.39 267 22012 762x267x147 UB 146.9 754 265.2 12.8 17.5 16.5 686 168502 5455 30 5.4 4470 411 5156 647 0.858 45.2 7.4 159 18713 762x267x134 UB 133.9 750 264.4 12 15.5 16.5 686 150692 4788 29.7 5.3 4018 362 4644 570 0.854 49.8 6.46 119 17114 686x254x170 UB 170.2 692.9 255.8 14.5 23.7 15.2 615.1 170326 6630 28 5.53 4916 518 5631 811 0.872 31.8 7.42 308 21715 686x254x152 UB 152.4 687.5 254.5 13.2 21 15.2 615.1 150355 5784 27.8 5.46 4374 455 5000 710 0.871 35.5 6.42 220 19416 686x254x140 UB 140.1 683.5 253.7 12.4 19 15.2 615.1 136267 5183 27.6 5.39 3987 409 4558 638 0.868 38.7 5.72 169 17817 686x254x125 UB 125.2 677.9 253 11.7 16.2 15.2 615.1 117992 4383 27.2 5.24 3481 346 3994 542 0.862 43.9 4.8 116 15918 610x305x238 UB 238.1 635.8 311.4 18.4 31.4 16.5 540 209471 15837 26.3 7.23 6589 1017 7486 1574 0.886 21.3 14.5 785 30319 610x305x179 UB 179 620.2 307.1 14.1 23.6 16.5 540 153024 11408 25.9 7.07 4935 743 5547 1144 0.886 27.7 10.2 340 22820 610x305x149 UB 149.2 612.4 304.8 11.8 19.7 16.5 540 125876 9308 25.7 7 4111 611 4594 937 0.886 32.7 8.17 200 19021 610x229x140 UB 139.9 617.2 230.2 13.1 22.1 12.7 547.6 111777 4505 25 5.03 3622 391 4142 611 0.875 30.6 3.99 216 17822 610x229x125 UB 125.1 612.2 229 11.9 19.6 12.7 547.6 98610 3932 24.9 4.97 3221 343 3676 535 0.873 34.1 3.45 154 15923 610x229x113 UB 113 607.6 228.2 11.1 17.3 12.7 547.6 87318 3434 24.6 4.88 2874 301 3281 469 0.87 38 2.99 111 14424 610x229x101 UB 101.2 602.6 227.6 10.5 14.8 12.7 547.6 75780 2915 24.2 4.75 2515 256 2881 400 0.864 43.1 2.52 77 12925 533x210x122 UB 122 544.5 211.9 12.7 21.3 12.7 476.5 76043 3388 22.1 4.67 2793 320 3196 500 0.877 27.6 2.32 178 15526 533x210x109 UB 109 539.5 210.8 11.6 18.8 12.7 476.5 66822 2943 21.9 4.6 2477 279 2828 436 0.875 30.9 1.99 126 13927 533x210x101 UB 101 536.7 210 10.8 17.4 12.7 476.5 61519 2692 21.9 4.57 2292 256 2612 399 0.874 33.2 1.81 101 12928 533x210x92 UB 92.1 533.1 209.3 10.1 15.6 12.7 476.5 55227 2389 21.7 4.51 2072 228 2360 356 0.872 36.5 1.6 75.7 11729 533x210x82 UB 82.2 528.3 208.8 9.6 13.2 12.7 476.5 47539 2007 21.3 4.38 1800 192 2059 300 0.864 41.6 1.33 51.5 10530 457x191x98 UB 98.3 467.2 192.8 11.4 19.6 10.2 407.6 45727 2347 19.1 4.33 1957 243 2232 379 0.881 25.7 1.18 121 12531 457x191x89 UB 89.3 463.4 191.9 10.5 17.7 10.2 407.6 41015 2089 19 4.29 1770 218 2014 338 0.88 28.3 1.04 90.7 11432 457x191x82 UB 82 460 191.3 9.9 16 10.2 407.6 37051 1871 18.8 4.23 1611 196 1831 304 0.877 30.9 0.922 69.2 10433 457x191x74 UB 74.3 457 190.4 9 14.5 10.2 407.6 33319 1671 18.8 4.2 1458 176 1653 272 0.877 33.9 0.818 51.8 94.634 457x191x67 UB 67.1 453.4 189.9 8.5 12.7 10.2 407.6 29380 1452 18.5 4.12 1296 153 1471 237 0.872 37.9 0.705 37.1 85.535 457x152x82 UB 82.1 465.8 155.3 10.5 18.9 10.2 407.6 36589 1185 18.7 3.37 1571 153 1811 240 0.873 27.4 0.591 89.2 10536 457x152x74 UB 74.2 462 154.4 9.6 17 10.2 407.6 32674 1047 18.6 3.33 1414 136 1627 213 0.873 30.2 0.518 65.9 94.537 457x152x67 UB 67.2 458 153.8 9 15 10.2 407.6 28927 913 18.4 3.27 1263 119 1453 187 0.869 33.6 0.448 47.7 85.638 457x152x60 UB 59.8 454.6 152.9 8.1 13.3 10.2 407.6 25500 795 18.3 3.23 1122 104 1287 163 0.868 37.5 0.387 33.8 76.239 457x152x52 UB 52.3 449.8 152.4 7.6 10.9 10.2 407.6 21369 645 17.9 3.11 950 84.6 1096 133 0.859 43.9 0.311 21.4 66.640 406x178x74 UB 74.2 412.8 179.5 9.5 16 10.2 360.4 27310 1545 17 4.04 1323 172 1501 267 0.882 27.6 0.608 62.8 94.541 406x178x67 UB 67.1 409.4 178.8 8.8 14.3 10.2 360.4 24331 1365 16.9 3.99 1189 153 1346 237 0.88 30.5 0.533 46.1 85.542 406x178x60 UB 60.1 406.4 177.9 7.9 12.8 10.2 360.4 21596 1203 16.8 3.97 1063 135 1199 209 0.88 33.8 0.466 33.3 76.543 406x178x54 UB 54.1 402.6 177.7 7.7 10.9 10.2 360.4 18722 1021 16.5 3.85 930 115 1055 178 0.871 38.3 0.392 23.1 6944 406x140x46 UB 46 403.2 142.2 6.8 11.2 10.2 360.4 15685 538 16.4 3.03 778 75.7 888 118 0.871 38.9 0.207 19 58.645 406x140x39 UB 39 398 141.8 6.4 8.6 10.2 360.4 12508 410 15.9 2.87 629 57.8 724 90.8 0.858 47.5 0.155 10.7 49.746 356x171x67 UB 67.1 363.4 173.2 9.1 15.7 10.2 311.6 19463 1362 15.1 3.99 1071 157 1211 243 0.886 24.4 0.412 55.7 85.547 356x171x57 UB 57 358 172.2 8.1 13 10.2 311.6 16038 1108 14.9 3.91 896 129 1010 199 0.882 28.8 0.33 33.4 72.648 356x171x51 UB 51 355 171.5 7.4 11.5 10.2 311.6 14136 968 14.8 3.86 796 113 896 174 0.881 32.1 0.286 23.8 64.949 356x171x45 UB 45 351.4 171.1 7 9.7 10.2 311.6 12066 811 14.5 3.76 687 94.8 775 147 0.874 36.8 0.237 15.8 57.350 356x127x39 UB 39.1 353.4 126 6.6 10.7 10.2 311.6 10172 358 14.3 2.68 576 56.8 659 89.1 0.871 35.2 0.105 15.1 49.851 356x127x33 UB 33.1 349 125.4 6 8.5 10.2 311.6 8249 280 14 2.58 473 44.7 543 70.3 0.863 42.2 0.081 8.79 42.152 305x165x54 UB 54 310.4 166.9 7.9 13.7 8.9 265.2 11696 1063 13 3.93 754 127 846 196 0.889 23.6 0.234 34.8 68.853 305x165x46 UB 46.1 306.6 165.7 6.7 11.8 8.9 265.2 9899 896 13 3.9 646 108 720 166 0.891 27.1 0.195 22.2 58.754 305x165x40 UB 40.3 303.4 165 6 10.2 8.9 265.2 8503 764 12.9 3.86 560 92.6 623 142 0.889 31 0.164 14.7 51.355 305x127x48 UB 48.1 311 125.3 9 14 8.9 265.2 9575 461 12.5 2.74 616 73.6 711 116 0.873 23.3 0.102 31.8 61.256 305x127x42 UB 41.9 307.2 124.3 8 12.1 8.9 265.2 8196 389 12.4 2.7 534 62.6 614 98.4 0.872 26.5 0.085 21.1 53.457 305x127x37 UB 37 304.4 123.4 7.1 10.7 8.9 265.2 7171 336 12.3 2.67 471 54.5 539 85.4 0.872 29.7 0.073 14.8 47.258 305x102x33 UB 32.8 312.7 102.4 6.6 10.8 7.6 275.9 6501 194 12.5 2.15 416 37.9 481 60 0.866 31.6 0.044 12.2 41.859 305x102x28 UB 28.2 308.7 101.8 6 8.8 7.6 275.9 5366 155 12.2 2.08 348 30.5 403 48.5 0.859 37.4 0.035 7.4 35.960 305x102x25 UB 24.8 305.1 101.6 5.8 7 7.6 275.9 4455 123 11.9 1.97 292 24.2 342 38.8 0.846 43.4 0.027 4.77 31.661 254x146x43 UB 43 259.6 147.3 7.2 12.7 7.6 219 6544 677 10.9 3.52 504 92 566 141 0.891 21.2 0.103 23.9 54.862 254x146x37 UB 37 256 146.4 6.3 10.9 7.6 219 5537 571 10.8 3.48 433 78 483 119 0.89 24.3 0.086 15.3 47.263 254x146x31 UB 31.1 251.4 146.1 6 8.6 7.6 219 4413 448 10.5 3.36 351 61.3 393 94.1 0.88 29.6 0.066 8.55 39.764 254x102x28 UB 28.3 260.4 102.2 6.3 10 7.6 225.2 4005 179 10.5 2.22 308 34.9 353 54.8 0.874 27.5 0.028 9.57 36.165 254x102x25 UB 25.2 257.2 101.9 6 8.4 7.6 225.2 3415 149 10.3 2.15 266 29.2 306 46 0.866 31.5 0.023 6.42 3266 254x102x22 UB 22 254 101.6 5.7 6.8 7.6 225.2 2841 119 10.1 2.06 224 23.5 259 37.3 0.856 36.4 0.018 4.15 2867 203x133x30 UB 30 206.8 133.9 6.4 9.6 7.6 172.4 2896 385 8.71 3.17 280 57.5 314 88.2 0.881 21.5 0.037 10.3 38.268 203x133x25 UB 25.1 203.2 133.2 5.7 7.8 7.6 172.4 2340 308 8.56 3.1 230 46.2 258 70.9 0.877 25.6 0.029 5.96 3269 203x102x23 UB 23.1 203.2 101.8 5.4 9.3 7.6 169.4 2105 164 8.46 2.36 207 32.2 234 49.8 0.888 22.5 0.015 7.02 29.470 178x102x19 UB 19 177.8 101.2 4.8 7.9 7.6 146.8 1356 137 7.48 2.37 153 27 171 41.6 0.888 22.6 0.01 4.41 24.371 152x89x16 UB 16 152.4 88.7 4.5 7.7 7.6 121.8 834 89.8 6.41 2.1 109 20.2 123 31.2 0.89 19.6 0.005 3.56 20.372 127x76x13 UB 13 127 76 4 7.6 7.6 96.6 473 55.7 5.35 1.84 74.6 14.7 84.2 22.6 0.895 16.3 0.002 2.85 16.5
CRANEgirder20041110
File: document.xls Tab: PFC Page 18/20 Date Printed: 04/09/2023
Crane Girder Design to BS 5950-1: 2000
No Designation M h b s t a d eo Cs Cy Ceq u x H J A
kg/m mm mm mm mm mm mm degrees mm cm cm cm cm cm cm1 430x100x64 PFC 64.437281 430 100 11 19 15 362 3.27 5.34 21939 722 16.3 2.97 1020 97.9 2.62 1222 176 0.954 0.917 22.5 0.219 63 82.12 380x100x54 PFC 53.961456 380 100 9.5 17.5 15 315 3.48 5.79 15034 643 14.8 3.06 791 89.2 2.79 933 161 0.904 0.932 21.2 0.15 45.7 68.73 300x100x46 PFC 45.526631 300 100 9 16.5 15 237 3.68 6.29 8229 568 11.9 3.13 549 81.7 3.05 641 148 1.31 0.944 17 0.0813 36.8 584 300x90x41 PFC 41.3915218 300 90 9 15.5 12 245 3.18 5.33 7218 404 11.7 2.77 481 63.1 2.6 568 114 0.879 0.934 18.4 0.0581 28.8 52.75 260x90x35 PFC 34.8367718 260 90 8 14 12 208 3.32 5.66 4728 353 10.3 2.82 364 56.3 2.74 425 102 1.14 0.942 17.2 0.0379 20.6 44.46 260x75x28 PFC 27.5833718 260 75 7 12 12 212 2.62 4.37 3619 185 10.1 2.3 278 34.4 2.1 328 62 0.676 0.932 20.5 0.0203 11.7 35.17 230x90x32 PFC 32.1599218 230 90 7.5 14 12 178 3.46 6.01 3518 334 9.27 2.86 306 55 2.92 355 99.1 1.69 0.95 15.1 0.0279 19.3 418 230x75x26 PFC 25.6640468 230 75 6.5 12.5 12 181 2.78 4.75 2748 181 9.17 2.35 239 34.8 2.3 278 63.1 1.03 0.947 17.3 0.0153 11.8 32.79 200x90x30 PFC 29.7185718 200 90 7 14 12 148 3.6 6.37 2523 314 8.16 2.88 252 53.4 3.12 291 94.5 2.24 0.954 12.9 0.0197 18.3 37.9
10 200x75x23 PFC 23.4464218 200 75 6 12.5 12 151 2.91 5.09 1963 170 8.11 2.39 196 33.8 2.48 227 60.8 1.53 0.956 14.8 0.0107 11.1 29.911 180x90x26 PFC 26.0565468 180 90 6.5 12.5 12 131 3.64 6.48 1817 277 7.4 2.89 202 47.4 3.17 232 83.5 2.36 0.949 12.8 0.0141 13.3 33.212 180x75x20 PFC 20.3378218 180 75 6 10.5 12 135 2.87 4.98 1370 146 7.27 2.38 152 28.8 2.41 176 51.9 1.34 0.946 15.3 0.00754 7.34 25.913 150x90x24 PFC 23.8703218 150 90 6.5 12 12 102 3.71 6.69 1162 253 6.18 2.89 155 44.4 3.3 179 76.9 2.66 0.936 10.8 0.0089 11.8 30.414 150x75x18 PFC 17.8729218 150 75 5.5 10 12 106 2.98 5.29 861 131 6.15 2.4 115 26.6 2.58 132 47.2 1.81 0.946 13.1 0.00467 6.1 22.815 125x65x15 PFC 14.7564718 125 65 5.5 9.5 12 82 2.56 4.53 483 80 5.07 2.06 77.3 18.8 2.25 89.9 33.4 1.55 0.942 11.1 0.00194 4.72 18.816 100x50x10 PFC 10.2031592 100 50 5 8.5 9 65 1.94 3.42 208 32.3 4 1.58 41.5 9.89 1.73 48.9 17.6 1.18 0.942 10 0.00049 2.53 1317 432x102x65 RSC 65.5 431.8 101.6 12.2 16.8 15.2 4.8 5 362.5 3.13 4.83 21373 627 16 2.74 990 80 2.31 1205 152 0.966 0.875 24.5 0.216 61.5 83.418 381x102x55 RSC 55.01 381 101.6 10.4 16.3 15.2 4.8 5 312.6 3.44 5.43 14869 579 14.6 2.87 781 75.7 2.52 931 144 0.92 0.895 22.6 0.153 46.4 70.119 305x102x46 RSC 46.21 304.8 101.6 10.2 14.8 15.2 4.8 5 239.3 3.59 5.73 8208 499 11.8 2.91 539 66.5 2.65 638 128 0.966 0.899 18.8 0.0842 35.9 58.920 305x89x42 RSC 41.81 304.8 88.9 10.2 13.7 13.7 3.2 5 245.4 2.93 4.6 7078 326 11.5 2.48 464 48.6 2.18 559 92.6 0.874 0.887 20.3 0.0552 28.1 53.321 254x89x36 RSC 35.66 254 88.9 9.1 13.6 13.7 3.2 5 194.7 3.2 5.16 4445 302 9.89 2.58 350 46.7 2.42 414 89.6 0.894 0.906 17 0.0347 23.2 45.422 254x76x28 RSC 28.18 254 76.2 8.1 10.9 12.2 3.2 5 203.9 2.55 3.99 3355 162 9.67 2.12 264 28.1 1.85 316 53.8 0.707 0.886 21.2 0.0194 12.3 35.923 229x89x33 RSC 32.68 228.6 88.9 8.6 13.3 13.7 3.2 5 169.9 3.32 5.42 3383 285 9.01 2.61 296 44.8 2.53 348 86.3 1.1 0.912 15.5 0.0263 20.6 41.624 229x76x26 RSC 26.08 228.6 76.2 7.6 11.2 12.2 3.2 5 177.8 2.7 4.32 2615 159 8.87 2.19 229 28.4 2 271 54.5 0.727 0.901 18.7 0.0151 11.6 33.225 203x89x30 RSC 29.77 203.2 88.9 8.1 12.9 13.7 3.2 5 145.2 3.44 5.68 2492 265 8.11 2.64 245 42.4 2.65 287 81.7 1.4 0.916 14 0.0192 18.1 37.926 203x76x24 RSC 23.85 203.2 76.2 7.1 11.2 12.2 3.2 5 152.4 2.84 4.62 1955 152 8.02 2.24 192 27.7 2.14 226 53.5 0.892 0.911 16.5 0.0112 10.6 30.427 178x89x27 RSC 26.79 177.8 88.9 7.6 12.3 13.7 3.2 5 121 3.55 5.92 1753 241 7.17 2.66 197 39.3 2.76 230 75.4 1.7 0.915 12.6 0.0134 15.3 34.128 178x76x21 RSC 20.84 177.8 76.2 6.6 10.3 12.2 3.2 5 128.8 2.93 4.8 1338 134 7.1 2.25 151 24.8 2.2 176 48.1 1.09 0.911 15.3 0.00765 8.27 26.629 152x89x24 RSC 23.87 152.4 88.9 7.1 11.6 13.7 3.2 5 96.9 3.65 6.17 1168 216 6.2 2.66 153 35.8 2.87 178 68.6 1.99 0.909 11.2 0.00882 12.7 30.430 152x76x18 RSC 17.91 152.4 76.2 6.4 9 12.2 2.4 5 105.9 2.96 4.85 852 114 6.11 2.23 112 21 2.21 130 41.2 1.15 0.901 14.4 0.00486 6.05 22.831 127x64x15 RSC 14.92 127 63.5 6.4 9.2 10.7 2.4 5 84 2.46 4.07 482 67.2 5.04 1.88 76 15.2 1.94 89.4 29.3 1.09 0.909 11.6 0.00188 5.01 1932 102x51x10 RSC 10.4 101.6 50.8 6.1 7.6 9.1 2.4 5 65.8 1.89 3.1 207 29.1 3.95 1.48 40.8 8.14 1.51 48.7 15.7 0.759 0.9 10.8 0.00051 2.58 13.333 76x38x7 RSC 6.71 76.2 38.1 5.1 6.8 7.6 2.4 5 45.8 1.43 2.37 74.3 10.7 2.95 1.12 19.5 4.09 1.19 23.5 7.78 0.673 0.908 9.06 0.0001 1.26 8.5634 430x20 Plate 67.51 430 20 20 0 0 0 1 13251.2 28.6667 12.413 0.57735 616.333 28.6667 1 924.5 43 114.667 8635 430x15 Plate 50.6325 430 15 15 0 0 0 0.75 9938.38 12.0938 12.413 0.43301 462.25 16.125 0.75 693.375 24.1875 48.375 64.536 430x10 Plate 33.755 430 10 10 0 0 0 0.5 6625.58 3.58333 12.413 0.28868 308.167 7.16667 0.5 462.25 10.75 14.3333 4337 400x20 Plate 62.8 400 20 20 0 0 0 1 10666.7 26.6667 11.547 0.57735 533.333 26.6667 1 800 40 106.667 8038 400x15 Plate 47.1 400 15 15 0 0 0 0.75 8000 11.25 11.547 0.43301 400 15 0.75 600 22.5 45 6039 400x10 Plate 31.4 400 10 10 0 0 0 0.5 5333.33 3.33333 11.547 0.28868 266.667 6.66667 0.5 400 10 13.3333 4040 380x20 Plate 59.66 380 20 20 0 0 0 1 9145.33 25.3333 10.9697 0.57735 481.333 25.3333 1 722 38 101.333 7641 380x15 Plate 44.745 380 15 15 0 0 0 0.75 6859 10.6875 10.9697 0.43301 361 14.25 0.75 541.5 21.375 42.75 5742 380x10 Plate 29.83 380 10 10 0 0 0 0.5 4572.67 3.16667 10.9697 0.28868 240.667 6.33333 0.5 361 9.5 12.6667 3843 350x20 Plate 54.95 350 20 20 0 0 0 1 7145.83 23.3333 10.1036 0.57735 408.333 23.3333 1 612.5 35 93.3333 7044 350x15 Plate 41.2125 350 15 15 0 0 0 0.75 5359.38 9.84375 10.1036 0.43301 306.25 13.125 0.75 459.375 19.6875 39.375 52.545 350x10 Plate 27.475 350 10 10 0 0 0 0.5 3572.92 2.91667 10.1036 0.28868 204.167 5.83333 0.5 306.25 8.75 11.6667 3546 300x20 Plate 47.1 300 20 20 0 0 0 1 4500 20 8.66025 0.57735 300 20 1 450 30 80 6047 300x15 Plate 35.325 300 15 15 0 0 0 0.75 3375 8.4375 8.66025 0.43301 225 11.25 0.75 337.5 16.875 33.75 4548 300x10 Plate 23.55 300 10 10 0 0 0 0.5 2250 2.5 8.66025 0.28868 150 5 0.5 225 7.5 10 3049 250x20 Plate 39.25 250 20 20 0 0 0 1 2604.17 16.6667 7.21688 0.57735 208.333 16.6667 1 312.5 25 66.6667 5050 250x15 Plate 29.4375 250 15 15 0 0 0 0.75 1953.13 7.03125 7.21688 0.43301 156.25 9.375 0.75 234.375 14.0625 28.125 37.551 250x10 Plate 19.625 250 10 10 0 0 0 0.5 1302.08 2.08333 7.21688 0.28868 104.167 4.16667 0.5 156.25 6.25 8.33333 2552 Nil 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
CRANEgirder20041110
r1 r2 Ix Iy rx ry Zx Zy Sx Sy
cm4 cm4 cm3 cm3 cm3 cm3 dm6 cm4 cm2
File: document.xls Tab: Terms Page 19/20 Date Printed: 04/09/2023
Crane Girder Design to BS 5950-1: 2000
Terms & Conditions of CRANEgirder Use
Disclaimer
Your Usage
Software Distribution Policy
Funding and Formal Registration
Technical Support and Contacting Us
Email: [email protected]
No Liability is accepted by Techno Consultants or its software authors for any direct, indirect, consequential or incidental loss or damage arising out of the software use or any mistakes and negligence in developing this software.
The organisation or person using the software bears all risks and responsibility for the quality and performance of the software.
The software is intended to help you save time and effort in calculations. Please check and validate all results carefully. You are responsible and liable for all consequences of its use.
This product is being distributed as a part of our policy to pool, share and grow technical expertise with fellow engineers. In the past we did so by using personal and direct business contacts.
Availability of the Internet, now makes it possible to pool and share expertise with engineers all over the world. You can freely use this product for your personal or business design work.
This product, however, remains our copyright. You may also reproduce and distribute it provided that each copy shall be a true and complete copy, including all copyright and trademark notices and that such distribution shall not be for commercial purposes.
We welcome funds to help our Research and Development work. You are welcome to make contributions at your discretion. As a guide and route to making a minimum payment, you can register your use of this software.
Doing so shall enable you to become a formal member of our user team. Your details will be used for pooling, sharing and informing of future developments via email.
The fee for formal registration is £15.00 for individuals and £45.00 for companies. Add 17.5 percent VAT for registrations based in the UK and EC member states. Please send cheques payable to:
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With your payment please ensure to send us your full details i.e. Name, Company, Postal Address, Telephone, Fax & Email Address. Acknowledgement will be sent via Email.
We welcome and value all comments and suggestions via email. However, we do not provide formal technical support. As and when possible, your comments will be used to improve our software in the future.
Your feedback is very important to us. You can download software and obtain the latest information from our website. The email address is:http://www.technouk.com
Ó 2004 Dr Shaiq Khan, Techno Consultants Ltd
File: document.xls Tab: Rev Date Printed: 04/09/2023
Crane Girder Design to BS 5950-1: 2000
Revision History of CRANEgirderV20041110 1st Issue: 10 November 2004
CRANEgirder20041110 Ó 2004 Dr Shaiq Khan, Techno Consultants Ltd